Appendix B. Sandia Crest Geotechnical Evaluation report.pdf

GEOTECHNICAL

EVALUATION REPORT

SANDIA CREST RECREATIONAL COMPLEX

State Highway 536 Sandia Crest, New Mexico WT Reference No. 3221JJ075

PREPARED FOR:

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1300 Cedar Street Helena, Montana Attn: Nicholas Westphal, P.E.

August 12, 2021

Kyel Newberry, E.I. Jeff M. Boyd, P.E.

Project Engineer Senior Geotechnical Engineer

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TABLE OF CONTENTS

1.0 PURPOSE

2.0 PROJECT DESCRIPTION

3.0 SCOPE OF SERVICES

3.1 Field Exploration

3.2 Laboratory Analyses

3.3 Analyses and Report

4.0 SITE CONDITIONS

4.1 Surface

4.2 Subsurface

5.0 GEOTECHNICAL PROPERTIES & ANALYSIS

5.1 Laboratory Tests

6.0 RECOMMENDATIONS

6.1 General

6.2 Lateral Design Criteria

6.3 Seismic Considerations

6.4 Pavements

7.0 EARTHWORK

7.1 General

7.2 Site Clearing

7.3 Excavation

7.4 Pavement Preparation

7.5 Materials

7.6 Placement and Compaction

7.7 Compliance

8.0 PLAN REVIEW

9.0 ADDITIONAL SERVICES

10.0 LIMITATIONS

11.0 CLOSURE

BORING LOCATION DIAGRAM .......................................................................................................... Plate 1

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APPENDIX A

Definition of Terminology ............................................................................................................ A‐1

Method of Classification .............................................................................................................. A‐2

Boring Log Notes .......................................................................................................................... A‐3

Boring Logs ...................................................................................................................... A‐4 to A‐12

APPENDIX B

Soil Properties .................................................................................................................... B‐1 & B‐2

GEOTECHNICAL EVALUATION

SANDIA CREST RECREATIONAL COMPLEX

STATE HIGHWAY 536

SANDIA CREST, NEW MEXICO

JOB NO. 3221JJ075

1.0 PURPOSE

This report contains the results of our geotechnical evaluation for a proposed entrance and parking reconstruction, along with replacing existing retaining walls to be located in Sandia Crest, NM. The purpose of these services is to provide information and recommendations regarding:

• Subsurface conditions • Retaining walls

• Lateral earth pressures • Pavement sections

• Earthwork guidelines • Excavation conditions

• Seismic conditions

Results of the field exploration, field tests, and laboratory testing program are presented in the

Appendices.

2.0 PROJECT DESCRIPTION

Project information supplied by Nicholas Westphal, P.E. indicates the project will include drive areas and parking reconstruction, and replacing existing retaining walls. Should this information not be correct we should be notified immediately.

3.0 SCOPE OF SERVICES

3.1 Field Exploration

Three borings were drilled to depths ranging from about 1.5 to 3.0 feet below existing site grade in the proposed retaining wall areas. In addition, six borings were drilled to depths ranging from about 2.5 to 6.5 feet below existing site grade in the proposed paved parking and drive areas. The borings were at the approximate locations shown on the attached

Boring Location Diagram. A field log was prepared for each boring. These logs contain visual classifications of the materials encountered during drilling as well as interpolation of the

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subsurface conditions between samples. Final logs, included in Appendix A, represent our interpretation of the field logs and may include modifications based on laboratory observations and tests of the field samples. The final logs describe the materials encountered, their thickness, and the locations where samples were obtained.

The Unified Soil Classification System was used to classify soils. The soil classification symbols appear on the boring logs and are briefly described in Appendix A. Local and regional geologic characteristics were used to estimate the seismic design criteria.

3.2 Laboratory Analyses

Laboratory analyses were performed on representative soil samples to aid in material classification and to estimate pertinent engineering properties of the on‐site soils for preparation of this report. Testing was performed in general accordance with applicable standard test methods. The following tests were performed and the results are presented in Appendix B.

• Water content

• Dry density

• Gradation

• Plasticity

3.3 Analyses and Report

This geotechnical engineering report includes a description of the project, a discussion of the field and laboratory testing programs, a discussion of the subsurface conditions, and design recommendations as appropriate to its purpose. The scope of services for this project does not include, either specifically or by implication, any environmental assessment of the site, discovery of underground storage tanks or other underground structures, or identification of contaminated or hazardous materials or conditions. If there is concern about the potential for such contamination, other studies should be undertaken.

We are available to discuss the scope of such studies with you.

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4.0 SITE CONDITIONS

4.1 Surface

At the time of our exploration, the site was developed as an existing recreation area, with buildings, walkways, drive areas, and parking. The ground surface was hummocky and sloping down towards the east and contained asphalt pavement in poor condition with numerous longitudinal and transverse cracks. The area of the site not within the paved areas contained moderate growth of trees, brush, and grass. Site drainage trended to the east as sheet surface flow. A photograph of the site at the time of our exploration is provided below.

View of the site taken on 7‐27‐21.

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4.2 Subsurface

As presented on the Boring Logs, surface soils to depths of 1 to 6.5 feet consisted of medium dense Silty SAND, Silty Clayey SAND, and Clayey SAND. Near surface soils are of low plasticity. The materials underlying the surface soils and extending to the full depth of exploration consisted of hard LIMESTONE. Groundwater was not encountered at the time of exploration. A detailed description of the soils encountered can be found on the boring logs in Appendix A.

5.0 GEOTECHNICAL PROPERTIES & ANALYSIS

5.1 Laboratory Tests

Near‐surface soils are granular, non‐plastic to low plasticity. These soils are provide fair to good quality subgrade support for pavements.

6.0 RECOMMENDATIONS

6.1 General

Recommendations contained in this report are based on our understanding of the project criteria described in Section 2.0 and the assumption that the soil and subsurface conditions are those disclosed by the explorations. Others may change the plans, final elevations, number and type of structures, foundation loads, and floor levels during design or construction. Substantially different subsurface conditions from those described herein may be encountered or become known. Any changes in the project criteria or subsurface conditions shall be brought to our attention in writing.

6.2 Lateral Design Criteria

Lateral loads may be resisted by concrete interface friction and by passive resistance. For shallow foundations bearing on dense native soil, properly compacted fill, or limestone, an allowable bearing capacity of 3,000 psf may be utilized. If foundations are bearing on soil, a minimum depth of embedment for frost protection of 36 inches should be utilized.

If footings bear on the LIMESTONE, frost protection does not apply. In this case, footings should bear on undisturbed intact LIMESTON.

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For this site we recommend the following lateral equivalent fluid pressures and coefficients of base friction for unrestrained elements are:

• Active:

Undisturbed subsoil ................................................................................................ 35 psf/ft

Compacted granular backfill .................................................................................. 30 psf/ft

• Passive:

Shallow wall footings ............................................................................................ 250 psf/ft

Shallow column footings ...................................................................................... 400 psf/ft

• Coefficient of base friction (active) ............................................................................... 0.40

The equivalent fluid pressures presented herein do not include the lateral pressures arising from the presence of:

• hydrostatic conditions, submergence or partial submergence

• sloping backfill, positively or negatively

• surcharge loading, permanent or temporary

• seismic or dynamic conditions

We recommend a free‐draining soil layer or manufactured geosynthetic material be constructed adjacent to the back of any retaining walls. A filter may be required between the soil backfill and drainage layer. This drainage zone should help prevent development of hydrostatic pressure on the wall. This vertical drainage zone should be tied into a gravity drainage system at the base of the wall. It is important that all backfill be properly placed and compacted. Backfill should be mechanically compacted in layers. Flooding or jetting should not be permitted. Care should be taken not to damage the walls when placing the backfill. Backfills should be observed and tested during placement.

Fill against footings, stem walls, and any retaining walls should be compacted to densities specified in EARTHWORK. Compaction of each lift adjacent to walls should be accomplished with hand‐operated tampers or other lightweight compactors. Over‐ compaction may cause excessive lateral earth pressures that could result in wall movements.

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6.3 Seismic Considerations

Structures should be designed in accordance with applicable building codes. The seismic design parameters presented in the following table, in accordance with the IBC 2018 OR

ASCE 7‐16 are applicable to the project site:

Seismic Design Parameters

International Building Code IBC 2018/ASCE 7‐16

Soil Site Class B

Mapped Spectral Response Acceleration at 0.2 sec period (Ss) 0.416g

Mapped Spectral Response Acceleration at 1.0 sec period (S1) 0.137g

Site Coefficient for 0.2 sec period (Fa) 0.9

Site Coefficient for 1.0 sec period (Fv) 0.8

Design Spectral Response Acceleration at 0.2 sec period (SDS) 0..25g

Design Spectral Response Acceleration at 1.0 sec period (SD1) 0.073g

6.4 Pavements

The on‐site soils are considered as fair to good quality materials for support of pavements.

The types of traffic anticipated to use the facility include passenger vehicles and small to medium size trucks. On this basis, a daily traffic value of two Equivalent 18‐kip Single Axle

Loads (ESAL) was estimated for passenger car parking and a daily traffic value of five ESALS were used for access road. A resilient modulus (Mr) of 10,000 pounds per square inch was assigned to the on‐site soil. A reliability value of 80 percent was assigned to the facility that corresponds to occasional interruption of traffic for pavement repairs. Based upon these parameters, the resulting pavement sections according to the AASHTO procedure for a 20‐year design life are:

Traffic Area Asphalt Concrete

Pavement (inches)

Base Course

(inches)

Passenger car parking 2.5 4.0

Access Road 3.0 4.0

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Base course and asphalt concrete should conform to New Mexico Department of

Transportation (NMDOT) Standard Specifications for Road and Bridge Construction.

Bituminous surfacing should be constructed of dense‐graded, central plant‐mix, asphalt concrete of an SP‐IV or SP‐III mix design.

Material and compaction requirements should conform to recommendations presented under EARTHWORK. The gradient of paved surfaces should ensure positive drainage. Water should not pond in areas directly adjoining paved sections.

The "design life" (20 years) of a pavement is defined as the expected life at the end of which reconstruction of the pavement will need to occur. Normal maintenance, including crack sealing, slurry sealing, and/or chip sealing, should be performed during the life of the pavement.

7.0 EARTHWORK

7.1 General

The conclusions contained in this report for the proposed construction are contingent upon compliance with recommendations presented in this section. Any excavating, trenching, or disturbance that occurs after completion of the earthwork must be backfilled, compacted and tested in accordance with the recommendations contained herein. It is not reasonable to rely upon our conclusions and recommendations if any future unobserved and untested trenching, earthwork activities or backfilling occurs.

If any unobserved and untested earthwork, trenching or backfilling occurs, then the conclusions and recommendations in this report may not be relied on. We recommend that Western Technologies Inc. be retained to provide services during these phases of the project. Observation and testing of all foundation excavations should be performed prior to placement of reinforcing steel and concrete to confirm that foundations are constructed on satisfactory bearing materials.

Underground utilities were observed on the site. Previously placed fill and backfill, and disturbed soils are likely to be encountered during construction. These features should be handled in accordance with the recommendations of the geotechnical engineer and/or any applicable regulatory requirements. Any loose or disturbed soils resulting from demolition should be removed or recompacted as engineered fill and any excavations should be backfilled in accordance with recommendations presented herein.

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7.2 Site Clearing

Strip and remove any existing fill material, vegetation, debris, and any other deleterious materials from the retaining wall and pavement areas. The retaining wall area is defined as that area within the wall footprint plus 5 feet beyond the perimeter of that footprint. All exposed surfaces should be free of mounds and depressions that could prevent uniform compaction.

Sloping areas steeper than 5:1 (horizontal:vertical) should be benched to reduce the potential for slippage between existing slopes and fills. Benches should be level and wide enough to accommodate compaction and earth moving equipment.

7.3 Excavation

We anticipate that excavations for shallow foundations and utility trenches for the proposed construction can be accomplished with conventional equipment. Excavations penetrating the underlying LIMESTONE may require the use of heavy‐duty, specialized equipment to facilitate removal. The speed and ease of excavation is dependent on the nature of the deposit, the type of equipment used, and the skill and experience of the equipment operator.

7.4 Pavement Preparation

The subgrade should be scarified, moistened as required, and recompacted for a minimum depth of 10 inches prior to placement of fill and pavement materials.

7.5 Materials

Clean on‐site soils with low expansive potentials and maximum dimension of 6 inches or imported materials may be used as fill material for the following:

• Retaining wall areas

• Pavement areas

• Backfill

Frozen soils should not be used as fill or backfill.

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Imported soils should conform to the following:

• Gradation (ASTM C136): percent finer by weight

6"

4" ............................................................................................................................... 85‐100

¾” .............................................................................................................................. 70‐100

No. 4 Sieve ................................................................................................................ 50‐100

No. 200 Sieve ......................................................................................................... 30 (max)

• Maximum Plasticity Index

• Maximum soluble sulfates (%) ...................................................................................... 0.10

Base course should conform to NMDOT Specifications.

7.6 Placement and Compaction

a. Place and compact fill in horizontal lifts, using equipment and procedures that will produce recommended water contents and densities throughout the lift.

b. Uncompacted lift thickness should not exceed 10 inches.

c. Materials should be compacted to the following:

Minimum Percent

Material Compaction (ASTM D1557)

• On‐site or imported soil, reworked and fill

• Aggregate base below pavement

• Nonstructural backfill

On‐site and imported soils should be compacted within a water content range of 3 percent below to 3 percent above optimum.

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7.7 Compliance

Recommendations for retaining walls and pavements supported on compacted fills or prepared subgrade depend upon compliance with the EARTHWORK recommendations.

To assess compliance, observation and testing should be performed under the direction of a WT geotechnical engineer. Please contact us to provide these observation and testing services.

8.0 PLAN REVIEW

Foundation and grading plans were not available at the time of this report. WT should be retained to review the final plans to determine if they are consistent with the recommendations presented in this report. If the Client does not retain WT to review the plans and specifications, WT shall have no responsibility for the suitability of the plans for project application.

9.0 ADDITIONAL SERVICES

The recommendations provided in this report are based on the assumption that a sufficient schedule of tests and observations will be performed during construction to verify compliance.

At a minimum, these tests and observations should be comprised of the following:

Observations and testing during site preparation and earthwork, Observation of foundation excavations, and

Consultation as may be required during construction.

Retaining the geotechnical engineer who developed your report to provide construction observation is the best way to verify compliance and to help you manage the risks associated with unanticipated conditions.

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10.0 LIMITATIONS

This report has been prepared assuming the project criteria described in 2.0 PROJECT

DESCRIPTION. If changes in the project criteria occur, or if different subsurface conditions are encountered or become known, the conclusions and recommendations presented herein shall become invalid. In any such event, WT should be contacted in order to assess the effect that such variations may have on our conclusions and recommendations. If WT is not retained for the construction observation and testing services to determine compliance with this report, our professional responsibility is accordingly limited.

The recommendations presented are based entirely upon data derived from a limited number of samples obtained from widely spaced explorations. The attached logs are indicators of subsurface conditions only at the specific locations and times noted. This report assumes the uniformity of the geology and soil structure between explorations, however variations can and often do exist. Whenever any deviation, difference, or change is encountered or becomes known, WT should be contacted.

This report is for the exclusive benefit of our client alone. There are no intended third‐party beneficiaries of our contract with the client or this report, and nothing contained in the contract or this report shall create any express or implied contractual or any other relationship with, or claim or cause of action for, any third party against WT.

This report is valid for the earlier of one year from the date of issuance, a change in circumstances, or discovered variations. After expiration, no person or entity shall rely on this report without the express written authorization of WT.

11.0 CLOSURE

We prepared this report as an aid to the designers of the proposed project. The comments, statements, recommendations and conclusions set forth in this report reflect the opinions of the authors. These opinions are based upon data obtained at the location of the explorations, and from laboratory tests. Work on your project was performed in accordance with generally accepted standards and practices utilized by professionals providing similar services in this locality. No other warranty, express or implied, is made.

3221JJ075

SANDIA CREST RECREATIONAL COMPLEX

JOB NO.:

PLATE

NOT TO SCALE

Approximate Boring Location

BORING LOCATION DIAGRAM

PROJECT:

Created in TurboCAD LTE, (www.IMSIDesign.com)

Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material.

Backfill A specified material placed and compacted in a confined area.

Base Course A layer of specified aggregate material placed on a subgrade or subbase.

Base Course Grade Top of base course.

Bench A horizontal surface in a sloped deposit.

Caisson/Drilled Shaft A concrete foundation element cast in a circular excavation which may have an enlarged base (or belled caisson).

Concrete Slabs‐On‐Grade A concrete surface layer cast directly upon base course, subbase or subgrade.

Crushed Rock Base Course A base course composed of crushed rock of a specified gradation.

Differential Settlement Unequal settlement between or within foundation elements of a structure.

Engineered Fill Specified soil or aggregate material placed and compacted to specified density and/or moisture conditions under observations of a representative of a soil engineer.

Existing Fill Materials deposited through the action of man prior to exploration of the site.

Existing Grade The ground surface at the time of field exploration.

Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture.

Fill Materials deposited by the actions of man.

Finished Grade The final grade created as a part of the project.

Gravel Base Course A base course composed of naturally occurring gravel with a specified gradation.

Heave Upward movement.

Native Grade The naturally occurring ground surface.

Native Soil Naturally occurring on‐site soil.

Rock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation.

Sand and Gravel Base Course A base course of sand and gravel of a specified gradation.

Sand Base Course A base course composed primarily of sand of a specified gradation.

Scarify To mechanically loosen soil or break down existing soil structure.

Settlement Downward movement.

Soil Any unconsolidated material composed of discrete solid particles, derived from the physical and/or chemical disintegration of vegetable or mineral matter, which can be separated by gentle mechanical means such as agitation in water.

Strip To remove from present location.

Subbase A layer of specified material placed to form a layer between the subgrade and base course.

Subbase Grade Top of subbase.

Subgrade Prepared native soil surface.

DEFINITION OF TERMINOLOGY

PLATE

A‐1

81WTI

091614

COARSE‐GRAINED SOILS

LESS THAN 50% FINES

FINE‐GRAINED SOILS

MORE THAN 50% FINES

GROUP

SYMBOLS

DESCRIPTION MAJOR

DIVISIONS

GROUP

SYMBOLS

DESCRIPTION MAJOR

DIVISIONS

GW

WELL‐GRADED GRAVEL OR WELL‐GRADED

GRAVEL WITH SAND, LESS THAN 5% FINES

GRAVELS

MORE THAN

HALF

OF COARSE

FRACTION

IS LARGER THAN

NO. 4

SIEVE SIZE

ML

SILT, SILT WITH SAND OR GRAVEL, SANDY SILT, OR

GRAVELLY SILT SILTS

AND

CLAYS

LIQUID LIMIT

LESS

THAN 50

GP

POORLY‐GRADED GRAVEL OR POORLY‐GRADED

GRAVEL WITH SAND, LESS THAN 5% FINES CL

LEAN CLAY OF LOW TO MEDIUM PLASTICITY,

SANDY CLAY, OR GRAVELLY CLAY

GM

SILTY GRAVEL OR SILTY GRAVEL WITH SAND,

MORE THAN 12% FINES OL

ORGANIC SILT OR ORGANIC CLAY OF LOW TO

MEDIUM PLASTICITY

GC

CLAYEY GRAVEL OR CLAYEY GRAVEL WITH

SAND, MORE THAN 12% FINES MH

ELASTIC SILT, SANDY ELASTIC SILT, OR GRAVELLY

ELASTIC SILT SILTS

AND

CLAYS

LIQUID LIMIT

MORE

THAN 50

SW

WELL‐GRADED SAND OR WELL‐GRADED SAND

WITH GRAVEL, LESS THAN 5% FINES SANDS

MORE THAN

HALF

OF COARSE

FRACTION

IS SMALLER

THAN

NO. 4

SIEVE SIZE

CH

FAT CLAY OF HIGH PLASTICITY, SANDY FAT CLAY, OR

GRAVELLY FAT CLAY

SP

POORLY‐GRADED SAND OR POORLY‐GRADED

SAND WITH GRAVEL, LESS THAN 5% FINES OH

ORGANIC SILT OR ORGANIC CLAY OF HIGH

PLASTICITY

SM

SILTY SAND OR SILTY SAND WITH GRAVEL,

MORE THAN 12% FINES

PT PEAT AND OTHER HIGHLY ORGANIC SOILS

HIGHLY

ORGANIC

SOILS SC

CLAYEY SAND OR CLAYEY SAND WITH GRAVEL,

MORE THAN 12% FINES

NOTE: Coarse‐grained soils receive dual symbols if they NOTE: Fine‐grained soils may receive dual classification contain 5% to 12% fines (e.g., SW‐SM, GP‐GC). based upon plasticity characteristics (e.g. CL‐ML).

SOIL SIZES CONSISTENCY

COMPONENT SIZE RANGE CLAYS & SILTS BLOWS PER FOOT

BOULDERS Above 12 in. VERY SOFT

SOFT

FIRM

STIFF

VERY STIFF

HARD

0 – 2 3 – 4 5 – 8 9 – 15 16 – 30

OVER 30

COBBLES 3 in. – 12 in.

GRAVEL

Coarse Fine

No. 4 – 3 in.

¾ in. – 3 in.

No. 4 – ¾ in.

SAND

Coarse

Medium Fine

No. 200 – No. 4

No. 10 – No. 4

No. 40 – No. 10 No. 200 – No. 40

RELATIVE DENSITY

SANDS & GRAVELS BLOWS PER FOOT

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

0 – 4 5 – 10 11 – 30 31 – 50 OVER 50 Fines (Silt or Clay) Below No. 200

NOTE: Only sizes smaller than three inches are used to classify soils

NOTE: Number of blows using 140‐pound hammer falling 30 inches to drive a 2‐inch‐OD

(1⅜‐inch ID) split‐barrel sampler (ASTM D1586).

PLASTICITY OF FINE GRAINED SOILS DEFINITION OF WATER CONTENT

PLASTICITY INDEX TERM DRY

SLIGHTLY DAMP

DAMP

MOIST

WET

SATURATED

1 – 7

8 – 20

Over 20

NON‐PLASTIC

LOW

MEDIUM

HIGH

METHOD OF CLASSIFICATION

A‐2

81 WTI

090414

The number shown in "BORING NO." refers to the approximate location of the same number indicated on the "Boring Location Diagram" as positioned in the field by pacing or measurement from property lines and/or existing features, or through the use of Global Positioning System (GPS) devices. The accuracy of GPS devices is somewhat variable.

"DRILLING TYPE" refers to the exploratory equipment used in the boring wherein HSA = hollow stem auger, and the dimension presented is the outside diameter of the HSA used.

"N” in “BLOW COUNTS" refers to a 2‐inch outside diameter split‐barrel sampler driven into the ground with a 140 pound drop‐ hammer dropped 30 inches repeatedly until a penetration of 18 inches is achieved or until refusal. The number of blows, or “blow count”, of the hammer is recorded for each of three 6‐inch increments totaling 18 inches. The number of blows required for advancing the sampler for the last 12 inches (2nd and 3rd increments) is defined as the Standard Penetration Test (SPT) “N”‐Value.

Refusal to penetration is considered more than 50 blows per 6 inches. (Ref. ASTM D1586).

"R" in “BLOW COUNTS" refers to a 3‐inch outside diameter ring‐lined split barrel sampler driven into the ground with a 140 pound drop‐hammer dropped 30 inches repeatedly until a penetration of 12 inch is achieved or until refusal. The number of blows required to advance the sampler 12 inches is defined as the “R” blow count. The “R” blow count requires an engineered conversion to an equivalent SPT N‐Value. Refusal to penetration is considered more than 50 blows per foot. (Ref. ASTM D3550).

“CS” in “BLOWS/FT.” refers to a 2½‐in. outside diameter California style split‐barrel sampler, lined with brass sleeves, driven into the ground with a 140‐pound hammer dropped 30 inches repeatedly until a penetration of 18 inches is achieved or until refusal.

The number of blows of the hammer is recorded for each of the three 6‐inch increments totaling 18 inches. The number of blows required for advancing the sampler for the last 12 inches (2nd and 3rd increments) is defined as the “CS” blow count. The “CS” blow count requires an engineered conversion to an equivalent SPT N‐Value. Refusal to penetration is considered more than 50 blows for a 6‐inch increment. (Ref. ASTM D 3550)

"SAMPLE TYPE" refers to the form of sample recovery, in which N = Split‐barrel sample, R = Ring‐lined sample, “CS” = California style split‐barrel sample, G = Grab sample, B = Bucket sample, C = Core sample (ex. diamond bit rock coring).

"DRY DENSITY (LBS/CU FT)" refers to the laboratory‐determined dry density in pounds per cubic foot. The symbol "NR" indicates that no sample was recovered.

"WATER (MOISTURE) CONTENT” (% of Dry Wt.) refers to the laboratory‐determined water content in percent using the standard test method ASTM D2216.

"USCS" refers to the “Unified Soil Classification System” Group Symbol for the soil type as defined by ASTM D2487 and D2488. The soils were classified visually in the field, and where appropriate, classifications were modified by visual examination of samples in the laboratory and/or by appropriate tests.

These notes and boring logs are intended for use in conjunction with the purposes of our services defined in the text. Boring log data should not be construed as part of the construction plans nor as defining construction conditions.

Boring logs depict our interpretations of subsurface conditions at the locations and on the date(s) noted. Variations in subsurface conditions and characteristics may occur between borings. Groundwater levels may fluctuate due to seasonal variations and other factors.

The stratification lines shown on the boring logs represent our interpretation of the approximate boundary between soil or rock types based upon visual field classification at the boring location. The transition between materials is approximate and may be more or less gradual than indicated.

BORING LOG NOTES

A‐3

©81WTI

091614

G

N

SC-

SM

SC-

SM

G

N

10.7

25/0"

3" Asphalt, No Base Course Silty Clayey SAND; dark brown, very dense, moist LIMESTONE; dark brown, very dense, moist

AUGER REFUSAL AT 2.0 FEET ON LIMESTONE

10.7 SC-

SM

SC-

SM

25/0"

3" Asphalt, No Base Course Silty Clayey SAND; dark brown, very dense, moist LIMESTONE; dark brown, very dense, moist

AUGER REFUSAL AT 2.0 FEET ON LIMESTONE

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

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AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 1

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-4

BORING LOG

N

SCG

N

12.7

50/1"

2" Asphalt, No Base Course LIMESTONE; brown, very dense, moist

AUGER REFUSAL AT 1.5 FEET ON LIMESTONE

12.7 SC

50/1"

2" Asphalt, No Base Course LIMESTONE; brown, very dense, moist

AUGER REFUSAL AT 1.5 FEET ON LIMESTONE

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 2

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-5

R

N

SM

SM

G

R

N

6.4

6.8 32

25/0"

3" Asphalt, No Base Course Silty SAND; dark brown, medium dense, moist LIMESTONE; dark brown, medium dense, moist very dense

AUGER REFUSAL AT 3.0 FEET ON LIMESTONE

6.4

6.8 118

SM

SM32

25/0"

3" Asphalt, No Base Course Silty SAND; dark brown, medium dense, moist LIMESTONE; dark brown, medium dense, moist very dense

AUGER REFUSAL AT 3.0 FEET ON LIMESTONE

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 3

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-6

G SC-

SM

G14.5 3" Asphalt, No Base Course LIMESTONE; light brown, very dense, moist dark brown, very dense, wet

AUGER REFUSAL AT 4.0 FEET ON LIMESTONE

14.5 SC-

SM

3" Asphalt, No Base Course LIMESTONE; light brown, very dense, moist dark brown, very dense, wet

AUGER REFUSAL AT 4.0 FEET ON LIMESTONE

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 4

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-7

N

SC-

SM

G

R

N

8.8

9.5 43

25/0"

3" Asphalt, No Base Course LIMESTONE; dark brown, medium dense, moist very dense

AUGER REFUSAL AT 3.0 FEET ON LIMESTONE

8.8

9.5 117

SC-

SM

25/0"

3" Asphalt, No Base Course LIMESTONE; dark brown, medium dense, moist very dense

AUGER REFUSAL AT 3.0 FEET ON LIMESTONE

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 5

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-8

N

SC-

SM

G

R

N

11.1

3" Asphalt, No Base Course LIMESTONE; light brown, medium dense, moist dense

BORING TERMINATED AT 6.5 FEET

11.1

NR

SC-

SM

3" Asphalt, No Base Course LIMESTONE; light brown, medium dense, moist dense

BORING TERMINATED AT 6.5 FEET

NR

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 6

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-9

SCG

R

9.1

2.2 28

3" Asphalt, No Base Course LIMESTONE; light brown, medium dense, moist damp

AUGER REFUSAL AT 2.5 FEET ON LIMESTONE

9.1

2.2 116

SC

3" Asphalt, No Base Course LIMESTONE; light brown, medium dense, moist damp

AUGER REFUSAL AT 2.5 FEET ON LIMESTONE

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 7

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-10

N

SC

SC

G

R

N

5.4

12.5 23

3" Asphalt, No Base Course Clayey SAND; light brown, medium dense, damp

LIMESTONE; light to dark brown, medium dense, moist

BORING TERMINATED AT 6.5 FEET

5.4

12.5 114

SC

SC23

3" Asphalt, No Base Course Clayey SAND; light brown, medium dense, damp

LIMESTONE; light to dark brown, medium dense, moist

BORING TERMINATED AT 6.5 FEET

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 8

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-11

SC

SC

G

R

9.7

2.5" Asphalt, No Base Course Clayey SAND; light brown, medium dense, moist

LIMESTONE; dark to light brown, medium dense, moist

AUGER REFUSAL AT 3.0 FEET ON LIMESTONE

9.7

NR

SC

SC30

2.5" Asphalt, No Base Course Clayey SAND; light brown, medium dense, moist

LIMESTONE; dark to light brown, medium dense, moist

AUGER REFUSAL AT 3.0 FEET ON LIMESTONE

NR

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

SA

M

PL

E

TY

PE

US

CS

GR

AP

HI

C

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

B-

See Location Diagram

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

DR

Y

DE

NS

IT

Y

SOIL DESCRIPTION

DATE DRILLED:

DRILLING TYPE: 7"HSA

DE

PT

H (F

EE

T)

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

NOTES: Groundwater Not Encountered

(L

BS

/C U

FT

STANDARD PENETRATION TEST

FIELD ENGINEER: J.Liberman

BUCKET SAMPLE

N-

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

CO

NT

EN

T

M

OI

ST

UR

E

R-

NO SAMPLE RECOVERY

LOCATION:

EQUIPMENT TYPE: CME-75

G-

LO

CA

TI

ON

S

AN

D M

AY

C

HA

NG

E

AT

T

HI

S

LO

CA

TI

ON

W

IT

H

T

IM

E.

D

AT

A

PR

ES

EN

TE

D

IS

A S

IM

PL

IF

IC

AT

IO

N.

B-

See Location Diagram

DATE DRILLED:

DRILLING TYPE: 7"HSA

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

DE

PT

H (F

EE

T)

GRAB SAMPLE

RING SAMPLE

NR-

ELEVATION:

BL

OW

CO

UN

TS

7-27-21

O

F

DR

Y W

T.

SA

M

PL

E

TH

IS

S

UM

M

AR

Y

AP

PL

IE

S

ON

LY

A

T

TH

IS

L

OC

AT

IO

N

AN

D

AT

T

HE

T

IM

E

OF

L

OG

GI

NG

CO

ND

IT

IO

NS

M

AY

D

IF

FE

R

AT

O

TH

ER

BORING NO. 9

PLATE

JOB NO.: 3221JJ075JOB NO.: 3221JJ075

Not DeterminedNot Determined

A-12

0.0010.010.1110100

3 10024

Sample Identification D D

C

%Gravel

PROJECT NO.: 3221JJ075

medium c u m

1.87 2.34 1.37 2.80 2.08

GRAIN SIZE DISTRIBUTION

2.0 ft

1.5 ft

3.0 ft

4.0 ft

3.0 ft

PIPLLL C F

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

SAND

GRAIN SIZE IN MILLIMETERS

Sample Identification

100 60

SILT OR CLAY

fine

Symbol Classification

LOCATION:

%Sand %Silt %Clay

10 501/2 16 301 2006

4.523 1.772 9.462 0.335 2.225

HYDROMETER

6 60 coarse fine

SC-SM

SC

SM

SC-SM

SC-SM

39.5 30.7 54.2 17.9 29.2

PLATE

0.159

0.754

0.217

GRAVEL

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

1.5 8

Silty Clayey SAND Clayey SAND Silty SAND

Silty Clayey SAND Silty Clayey SAND coarse

2.0 ft

1.5 ft

3.0 ft

4.0 ft

3.0 ft

143/4 3/8

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

34.3 27.4 27.6 33.3 49.1

D D30

B-1

1403 4 20 40

COBBLES

0.0010.010.1110100

3 10024

Sample Identification D D

C

%Gravel

PROJECT NO.: 3221JJ075

medium c u m

2.08 2.29 1.46 1.85

GRAIN SIZE DISTRIBUTION

5.0 ft

7.5 ft

5.0 ft

3.0 ft

PIPLLL C F

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

SAND

GRAIN SIZE IN MILLIMETERS

Sample Identification

100 60

SILT OR CLAY

fine

Symbol Classification

LOCATION:

%Sand %Silt %Clay

10 501/2 16 301 2006

4.178 1.877 6.824 4.63

HYDROMETER

6 60 coarse fine

SC-SM

SC

SC

SC

39.0 27.3 47.5 39.7

PLATE

0.77 0.102

GRAVEL

PROJECT: SANDIA CREST RECREATIONAL COMPLEX

1.5 8

Silty Clayey SAND Clayey SAND Clayey SAND Clayey SAND coarse

5.0 ft

7.5 ft

5.0 ft

3.0 ft

143/4 3/8

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

23.5 36.1 33.5 31.9

D D30

B-2

1403 4 20 40

COBBLES